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APPROVED BLD-BLD2020-0901+Structural_Analysis_or_Calculations+8.28.2020_2.53.39_PMRECEIVED Aug 31 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ALBERT H. COHEN DESIGN COMPANY, P.S. 330 Dayton Street Suite 6 Edmonds, Washington 98020 425-776-7373 These Calculations for Permit # BLD2020-0901 are APPROVED by the City of Edmonds Building Department GRAVITY LOAD DESIGN ANALYSIS FOR Myers Residence 843 Main St. Edmonds WA 98020 DESIGN LOADS Roof Live 25 PSF (SNOW), Dead 13 PSF, Total 38 PSF Floor Live 40 PSF, Dead 10 PSF, Total 50 PSF Sleeping Areas Live 30 PSF, Dead 10 PSF, Total 40 PSF Deck and Balcony Live 60 PSF, Dead 10 PSF, Total 70 PSF 5496 ' REGISTERED ARCHIT-RCT ALBERT H. COHEN STATE OF WASHINGTON PREPARED 8/21 /2020 Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Beam for Ceiling joists Beam A Prepared by: AHC Date: 8/19/20 Selection j 3-1/8x 16-1/2 GLB 24F_V4 DF/DF _ Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.8 in2 R2= 3.8 in (1.5) DL DO= 0.41 in Recom Camber= 0.62 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 24.0 ft Reaction 1 LL 1560 # Reaction 2 LL 1560 # Beam Wt per ft 12.53 # Reaction 1 TL 2490 # Reaction 2 TL 2490 # Bm Wt Included 301 # Maximum V 2490 # Max Moment 14942 '# Max V (Reduced) 2205 # TL Max DO L / 240 TL Actual Defl L / 330 LL Max Defl L / 360 LL Actual DO L / 626 Section (in') Shear (in 2) TL Defl (in) LL Defl 141.80 51.56 0.87 0.46 74.71 13.78 1.20 0.80 OK OK OK OK 53% 27% 73% 58% Fb (psi) Fv (psi) E (psi x mil) Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 _ _ Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 130 Uniform TL: 195 = A Uniform Load A 0 0 R1 = 2490 R2 = 2490 SPAN = 24 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to. Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Kitchen Window Header Beam B Prepared by: AHC Date: 8/19/20 Selection ! (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Data iwni ucainiy �ca r� i- +. i iii r��--t. i ui � i.ar v� vcn- v.vi u Beam Span 6.13 ft Reaction 1 LL 1072 # Reaction 2 LL 1072 # Beam Wt per ft 5.29 # Reaction 1 TL 1645 # Reaction 2 TL 1645 # Bm Wt Included 32 # Maximum V 1645 # Max Moment 2520'# Max V (Reduced) 1321 # TL Max Defl L / 240 TL Actual Defl L / 456 LL Max Defl L / 360 LL Actual Defl L / 823 Attributes Section (in3) Shear (in 2) TL Defl (in) LL Defl Actual I 26.28 21.75 0.16 0.09 Critical 25.78 11.49 0.31 0.20 Status OK OK OK OK Ratio i 98% 53% 53% 44% Values Adiustments Loads rD tpsi) ry kpsi/ t tpsi x mill rc Reference Values 850 150 1.3 405 Adjusted Values 1173 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 350 Uniform TL: 532 = A Uniform Load A R1 = 1645 R2 = 1645 SPAN = 6.125 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Rear Porch Hip Ridge Support Beam C Prepared by: AHC Date: 8/19/20 Selection j (3) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.3 in R2= 1.3 in (1.5) DL Defl= 0.32 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 14.0 ft Reaction 1 LL 292 # Reaction 2 LL 292 # Beam Wt per ft 7.93 # Reaction 1 TL 511 # Reaction 2 TL 511 # Bm Wt Included 111 # Maximum V 511 # Max Moment 3386 '# Max V (Reduced) 507 # I TL Max Defl L / 180 TL Actual Defl L / 270 LL Max Defl L / 240 LL Actual Defl L / 547 Section (in') Shear (in2) TL Defl (in) LL Defl 39.42 32.63 0.62 0.31 34.64 4.41 0.93 0.70 OK OK OK OK 88% 14% 67% 44% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 i Adjusted Values 1173 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 583 B=912 7.0 Pt loads: R1 =511 R2=511 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Rear Porch Side Beam Beam Prepared by: AHC Date: 8/19120 Selection 4x 12 HF #1 Lu = 0.0 Ft - Conditions NDS 2015 Min Bearing Area R1= 4.9 in R2= 3.4 in (1.5) DL Defl= 0.13 in Data Beam Span 12.0 ft Reaction 1 LL 1265 # Reaction 2 LL 852 # Beam Wt per ft 9.57 # Reaction 1 TL 2000 # Reaction 2 TL 1366 # Bm Wt Included 115 # Maximum V 2000 # Max Moment 5653 '# Max V (Reduced) 1674 # TL Max Defl L / 180 TL Actual Defl L / 525 LL Max Defl L / 240 LL Actual Defl L / 996 Attributes Section (in') Shear (in 2) TL Defl (in) LL Defl Actual 73.83 39.38 0.27 0.14 Critical 55.00 14.55 0.80 0.60 Status OK OK OK OK Ratio I 75% 37% 34% 24% Values Adjustments Fb (psi) Fv (psi) E (psi x mil) Fc!(psi) Reference Values 975 150 1.5 405 Adjusted Values_ 1233 _ 173 1.5 405 CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 225 H = 338 0 5.0 292 C = 511 5.0 100 1 = 150 5.0 12.0 I H Pt loads: R1 = 2000 R2 = 1366 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Beam E Selection 4x 12 HF #1 Rear Porch Side Beam Prepared by: AHC Date: 8/19/20 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.6 in R2= 3.9 in (1.5) DL Defl= 0.17 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 12.0 ft Reaction 1 LL 1969 # Reaction 2 LL 993 # Beam Wt per ft 9.57 # Reaction 1 TL 3080 # Reaction 2 TL 1582 # Bm Wt Included 115 # Maximum V 3080 # Max Moment 7170 '# Max V (Reduced) 2754 # TL Max Defl L / 180 TL Actual Defl L / 402 LL Max Defl L / 240 LL Actual Defl L / 754 Section (in3) Shear (in2) TL Defl (in) LL Defl 73.83 39.38 0.36 0.19 69.76 23.95 0.80 0.60 OK OK OK OK 94% 61% 45% 32% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 975 150 1.5 405 Adjusted Values 1233 173 1.5 405 CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 845 B = 1296 2.0 225 H = 338 0 5.0 292 C = 511 5.0 100 1 = 150 5.0 12.0 I H Pt loads: 0 R1 = 3080 R2 = 1582 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Rear Shallow Porch Beam F Prepared by: AHC Date: 8/19/20 Selection ; 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.1 in R2= 2.1 in' (1.5) DL Defl= 0.17 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 10.0 ft Reaction 1 LL 845 # Reaction 2 LL 845 # Beam Wt per ft 6.17 # Reaction 1 TL 1296 # Reaction 2 TL 1296 # Bm Wt Included 62 # Maximum V 1296 # Max Moment 3240'# Max V (Reduced) 1139 # TL Max Defl L / 180 TL Actual Defl L / 312 LL Max Defl L / 240 LL Actual Defl L / 562 Section (in') Shear (in') TL Defl (in) LL Detl 30.66 25.38 0.38 0.21 28.89 8.26 0.67 0.50 OK OK OK OK 94% 33% 58% 43% Fb (psi) Fv (psi) E (psi x mil) Fc —I (psi) Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform Uniform TL: 253 = A LL: 169 Uniform Load A 0 R1 = 1296 R2 = 1296 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v202O licensed to: Albert H Cohen Design Company Reg # 3145-68875 Myers Residence Front Porch Beams Beam G Prepared by: AHC Date: 8/19/20 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.3 in R2= 1.3 in (1.5) DL Defl= 0.06 in Data Beam Span 8.0 ft Reaction 1 LL 500 # Reaction 2 LL 500 # Beam Wt per ft 6.17 # Reaction 1 TL 785 # Reaction 2 TL 785 # Bm Wt Included 49 # Maximum V 785 # Max Moment 1569 '# Max V (Reduced) 666 # j TL Max Defl L / 180 TL Actual Defl L / 801 LL Max Defl L / 240 LL Actual Defl L / >1000 Attributes Section (in3) Shear (in2)TL Defl (in) LL Defl Actual 30.66 25.38 0.12 0.06 Critical 14.00 4.83 0.53 0.40 Status OK OK OK OK Ratio 46% 19% 22% 16% Values Adjustments Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 125 Uniform TL: 190 = A Uniform Load A 0 R 1 = 785 R2 = 785 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft.